K-BAR RANCH Pond Excavation

Transcription

1 K-BAR RANCH Pond Excavation MASTER DRAINAGE DOCUMENT September 2015 PREPARED FOR: M/I HOMES OF TAMPA, LLC 4343 Anchor Plaza Parkway Suite 200 Tampa, FL LARA G. BARTHOLOMEW FLORIDA REGISTERED ENGINEER NUMBER 61035

2 TABLE OF CONTENTS PROJECT NARRATIVE... SECTION 1 MAPS FEMA SOILS EXISTING CONDITIONS ANALYSIS (25 YR & 100 YR/24 HR STORM) SECTION 2 PRE-DEVELOPMENT DRAINAGE MAP NODE REACH SCHEMATIC CN & Tc CALCULATIONS ICPR MODEL INPUT DATA ICPR MODEL RESULTS PROPOSED CONDITIONS ANALYSIS (25 YR & 100 YR/24 HR STORM)... SECTION 3 POST-DEVELOPMENT DRAINAGE MAP NODE REACH SCHEMATICS CN & Tc CALCULATIONS POND STAGE/STORAGE CALCULATIONS STORMWATER TREATMENT CALCULATIONS ICPR MODEL INPUT DATA ICPR MODEL RESULTS LARA G. BARTHOLOMEW FLORIDA REGISTERED ENGINEER NUMBER R:\K-Bar\Parcel B\Engineering\Calcs\MDD-KBAR-Parcel B.docx

3 SECTION 1 PROJECT NARRATIVE

4 Purpose The purpose of this document is to provide technical information for the proposed K-Bar Ranch Pond Excavation plans. The project includes the excavation of 5 ponds throughout the K-Bar Ranch property for use for fill for future developments within K-Bar Ranch. K-Bar Ranch is located generally located west of Morris Bridge Road and north of Cross Creek Boulevard, in Section 3 and 4, T27S, R20E, in the City of Tampa, Florida. Pond 100, 101,102, and FC 124 are proposed to be excavated and be connected by a geoweb outfall to adjacent wetlands. Pond 100,101, and 102 will eventually be used for stormwater treatment once the adjacent parcel is developed. The design of pond berms and control structures, along with associated drainage calculations, will be provided with the future development plans surrounding these ponds. The pond next to the future Park Site (Mobley Pond) is proposed to be constructed as a stormwater treatment pond with its control structure completed now. It will provide treatment for a portion of the future park once it is constructed. Pre- and Post-Development drainage models have been created to illustrate the effect of this pond on the existing wetland system. Existing Conditions The area encompassed in the pond excavation project boundary is approximately 68 acres and is currently used for cattle grazing, with numerous forested and herbaceous wetlands within the site. There is existing residential developments within the overall K-Bar Ranch project limits as well. On- site wetland areas and elevations were determined by Horner Environmental Professionals, Inc. and approved by SWFWMD. Stormwater Management System The enclosed Stormwater Management Plan for the K-Bar Ranch Pond Excavation Plan has been developed to provide treatment and attenuation for stormwater runoff in accordance with Chapter 40D-4, F.A.C., Chapter , F.A.C., and the City of Tampa Stormwater Technical Standards Manual for Private Development, latest edition. Stormwater runoff is treated and attenuated prior to discharging into the receiving wetlands. The drainage sub-basins have been analyzed using an SCS Florida Type II Modified rainfall distribution with a shape factor of 256.

5 Water Quality Mobley Pond provides stormwater quality treatment through Wet Detention Alternate 3, as described in the SWFWMD publication TP/SWP-022. In this method, treatment is provided within a conservation design pool below the seasonal high water level (SHWL) within the pond. Additionally, a notch weir is provided above the SHWL to promote mixing and aeration within the design pool. This mixing volume is required to be equal to ½" of stormwater runoff distributed over the contributing sub-area and can have a maximum head of 10" above the SHWL. The mixing volume is discharged through the notch weir over a period of 24 hours. In order to provide the highest treatment efficiency possible within the wet detention ponds, we propose to maximize the permanent pool volume, resulting in longer detention times within the pond. This will be accomplished by not providing a shallow littoral shelf within the pond. When designing the treatment weir for the control structure of Mobley Pond, a drainage area of 56 acres was used to estimate the amount of area coming to the pond after the park site is completed. Additional attenuation weirs were added based on future design flows. These calculations can be found in Section 3. Design values will be amended with the park construction plans. As stated previously, all other ponds proposed with this permit will not provide treatment at this time. Design calculations will be provided at thetimethe berms and control structures for these ponds are permitted. Water Quantity The existing conditions in the project area were analyzed using an ICPR model created from information provided by Horner Environmental Professionals, Inc. Existing conditions were modeled using the Hillsborough County SWIMM model, the K-Bar Ranch Roadway model currently under review (Application No ) and the following previously approved SWFWMD models: K-Bar Ranch Parcel Q, ERP No and Bassett Creek Estates Phases 2C and 2D, ERP No The time-stage elevations for 6-15 were taken from a master pre-development model that includes information from the Hillsborough County SWIMM model, the K-Bar Ranch Roadway model currently under review (Application No ), and drainage documents for K-Bar Parcel O and Q, Bassett Creek Estates, Wesley Chapel, Union Park, Easton Park and Meadow Pointe developments. To create the post-development model, the existing conditions model was revised to include the proposed

6 Mobley Pond. The conditions in the post-development model reflect the interim condition; where the only contributing area to the pond is virtually what falls within the pond area, and the pond outfalls to a proposed sump, which feeds a swale that outlets to Wetland D. The sump area will become a future pond when the eastern residential parcel is developed, and the swale will be removed and the flow will be conveyed with a pipe. Additional calculations will be provided with the eastern residential parcel to model the final build-out. The post-development conditions model results were then compared to the existing conditions model results to ensure no adverse off-site impacts were created. The results of this comparison are shown on Tables 1 and 2 included below. Pond design normal water elevations were determined using pond boring elevation from Stormwater Pond Area Soils Study- Five (5) Selected Stormwater Pond Areas- K-Bar Ranch by Mortensen Engineering, Inc., dated August 25, Node ID K BAR RANCH POND EXCAVATION Off site Discharge Comparison 25 year/24 hour Node Inflow Pre development Post development cfs cfs Difference 6 15 OF TOTAL Table 1

7 Node ID K BAR RANCH POND EXCAVATION Node Comparison 100 Year/24 Hour Peak Stage Pre development ft NAVD Post development ft NAVD Difference 6 15 OF Dummy WL 701A Table 2

8 MAPS

9 FEMA FIRM

10 PARCEL A BOUNDARY WESTERN POND BOUNDARY

11 PARCEL A BOUNDARY PARK BOUNDARY

12 SCS SOIL SURVEY

13

14

15

16 SECTION 2 EXISTING CONDITIONS ANALYSIS

17 PRE-DEVELOPMENT DRAINAGE MAP

18 BASSET CREEK ESTATES - PHASE 2B Plat Book 119, Pages WL 701A 1.49 AC. CN= AC. CN= BASSET CREEK ESTATES - PHASE 2C & 2D Plat Book 122, Pages BASSET CREEK ESTATES - PHASE 2D REPLAT Plat Book 123, Pages AC. CN= 85.3 FUTURE DEVELOPMENT WETLAND CONSERVATION AREA "A8" SH= NP= OF GENERAL LEGEND WETLAND LINE WCAS WETLAND CONS. AREA SETBACK DRAINAGE AREA GRAPHIC SCALE: 1" = 200' ELEVATIONS BASED ON: NORTH AMERICAN VERTICAL DATUM 1988 CONVERSION: NAVD 88 TO NGVD 29 = B Breckenridge Pkwy. Tampa, Florida Office: Fax: K-BAR RANCH POND EVXCAVATION PRE-DEVELOPMENT DRAINAGE MAP M/I HOMES OF TAMPA, LLC PREPARED FOR: R:\K-BAR\POND EXCAVATION\ENGINEERING\DA-PRE.DWG-LAYOUT1 2015/09/02 2:11 PM NATALIE BUDEN WETLAND CONSERVATION AREA "D" SH= NP= WETLAND CONSERVATION AREA "C" SH= NP= DATE DESCRIPTION Ac. CN=85.3 FUTURE DEVELOPMENT PROJECT NO: FILE: DESIGN BY: DRAWN BY: DATE: REGISTRATION NO. REVIEW SUBMITTAL 00/00/ DESCRIPTION DATE MIH-KR-1128 DA-PRE NYB NYB K-BAR RANCH POND EXCAVATION COPYRIGHT 2015, HEIDT DESIGN, LLC. ALL RIGHTS RESERVED. NO DOCUMENTATION (INCLUDING BUT NOT LIMITED TO DRAWINGS OR EXHIBITS) MAY BE COPIED, REPRODUCED, OR DISTRIBUTED UNLESS SPECIFIC WRITTEN PERMISSION HAS BEEN OBTAINED FROM HEIDT DESIGN, LLC. IN ADVANCE. CONSENT IS HEREBY GRANTED SPECIFICALLY TO GOVERNMENTAL AGENCIES TO REPRODUCE THIS DOCUMENTATION IN COMPLIANCE WITH F.S. CHAPTER 119.

19 NODE REACH SCHEMATIC

20 K-Bar Pond Excavation Pre-Development Node Network Schematic NAVD 88 9/2/2015 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole A:701 Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA U:701 W:701B.O W:701B.T W:701B.W A:WL 701A U:WL 701A Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench D:CS-701A A:Dummy C:Ditch A: U: W: T:6-15 OF W: A: U: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

21 CN & Tc CALCULATIONS

22 K-BAR RANCH POND EXCAVATION PRE DEVELOPMENT CURVE NUMBER CALCULATIONS Basin ID Total Basin Area (ac.) Open Space (Grass >75%) (Ac.) % Type A Soil % Type C Soil % Type B/D Soil Curve Number Wetland (Ac.) % Type A Soil % Type C Soil % Type B/D Soil Curve Number Weighted Curve Number % 0.0% 100.0% % 0.0% 100.0% % 0.0% 100.0% % 0.0% 100.0% *Note: All other basin CNs were taken from corresponding Master Drainage Documents

23 ICPR MODEL INPUT DATA

24 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/2015 ==== Basins ============================================================================== Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area (69.27) and CN (83.58) to account for Basset Creek Estates Phases 2C and 2D development - 7/8/2014 GMR Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area (23.98) and CN (83.29) to account for Basset Creek Estates Phases 2C and 2D development - 7/8/2014 GMR Revised Tc Name: 701 Node: 701 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Name: WL 701A Node: WL 701A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR ==== Nodes =============================================================================== Name: 6-15 OF Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Added from K-Bar Parcel Q ERP No Time(hrs) Stage(ft) Name: Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Stage(ft) Area(ac) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 9

25 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/ Name: Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area per LIDAR Stage(ft) Area(ac) Name: 701 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) Name: Dummy Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) Name: WL 701A Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) ==== Cross Sections ====================================================================== Name: Encroachment: No Group: BASE added per Geopoint survey and LIDAR - 1/5/2015 GMR Station(ft) Elevation(ft) Manning's N R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 9

26 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/ Name: Group: BASE Encroachment: No added per Geopoint survey and LIDAR - 1/5/2015 GMR Station(ft) Elevation(ft) Manning's N ==== Channels ============================================================================ Name: Ditch From Node: Dummy Length(ft): Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR ==== Drop Structures ===================================================================== Name: CS-701A From Node: WL 701A Length(ft): Group: BASE To Node: Dummy Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): Flow: Both Rise(in): Entrance Loss Coef: Invert(ft): Exit Loss Coef: Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR *** Weir 1 of 1 for Drop Structure CS-701A *** Count: 1 Bottom Clip(in): Type: Horizontal Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): Control Elev(ft): ==== Weirs =============================================================================== R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 9

27 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/2015 Name: From Node: Group: BASE To Node: 6-15 OF Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR rev per Geopoint survey and LIDAR - 1/5/2015 GMR Name: From Node: Group: BASE To Node: 6-15 OF Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR rev per Geopoint survey and LIDAR - 1/5/2015 GMR Name: 701B.O From Node: 701 Group: BASE To Node: WL 701A Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): 2.52 Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Name: 701B.T From Node: 701 Group: BASE To Node: WL 701A Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Name: 701B.W From Node: 701 Group: BASE To Node: WL 701A Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): 3.00 Invert(ft): Control Elevation(ft): R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 9

28 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/2015 Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR ==== Hydrology Simulations =============================================================== Name: 100YR24HR Filename: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\100.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Flmod Rainfall Amount(in): Time(hrs) Print Inc(min) Name: 25YR24HR Filename: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\25YR-24HR.R32 Override Defaults: Yes Storm Duration(hrs): Rainfall File: Flmod Rainfall Amount(in): 8.30 Time(hrs) Print Inc(min) ==== Routing Simulations ================================================================= Name: 100YR24HR Hydrology Sim: 100YR24HR Filename: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\100YR-24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: 100 Boundary Flows: Time(hrs) Print Inc(min) Group Run BASE Yes Name: 25YR24HR Hydrology Sim: 25YR24HR Filename: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\25YR24HR.I32 Execute: Yes Restart: No Patch: No Alternative: No Max Delta Z(ft): 1.00 Delta Z Factor: Time Step Optimizer: Start Time(hrs): End Time(hrs): Min Calc Time(sec): Max Calc Time(sec): Boundary Stages: 025 Boundary Flows: Time(hrs) Print Inc(min) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 9

29 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/2015 Group Run BASE Yes ==== Boundary Conditions ================================================================= Name: 100 Node: 6-15 OF Type: Stage Time(hrs) Stage(ft) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 6 of 9

30 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/ Name: 025 Node: 6-15 OF Type: Stage Time(hrs) Stage(ft) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 7 of 9

31 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/ R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 8 of 9

32 K-Bar Pond Excavation Pre-Development Input NAVD 88 9/2/ R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 9 of 9

33 ICPR MODEL RESULTS

34 K-Bar Pond Excavation Pre-Development Basin Max NAVD 88 9/2/2015 Simulation Basin Group Time Max Flow Max Volume Volume hrs cfs in ft3 100YR24HR BASE YR24HR BASE YR24HR 701 BASE YR24HR WL 701A BASE YR24HR BASE YR24HR BASE YR24HR 701 BASE YR24HR WL 701A BASE R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

35 K-Bar Pond Excavation Pre-Development Node Max NAVD 88 9/2/2015 Max Time Max Warning Max Delta Max Surf Max Time Max Max Time Max Name Group Simulation Stage Stage Stage Stage Area Inflow Inflow Outflow Outflow hrs ft ft ft ft2 hrs cfs hrs cfs 6-15 OF BASE 100YR24HR BASE 100YR24HR BASE 100YR24HR BASE 100YR24HR Dummy BASE 100YR24HR WL 701A BASE 100YR24HR OF BASE 25YR24HR BASE 25YR24HR BASE 25YR24HR BASE 25YR24HR Dummy BASE 25YR24HR WL 701A BASE 25YR24HR R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

36 K-Bar Pond Excavation Pre-Development Link Max NAVD 88 9/2/2015 Max Time Max Max Max Time Max Max Time Max Name Group Simulation Flow Flow Delta Q US Stage US Stage DS Stage DS Stage hrs cfs cfs hrs ft hrs ft BASE 100YR24HR BASE 100YR24HR B.O BASE 100YR24HR B.T BASE 100YR24HR B.W BASE 100YR24HR CS-701A BASE 100YR24HR Ditch BASE 100YR24HR BASE 25YR24HR BASE 25YR24HR B.O BASE 25YR24HR B.T BASE 25YR24HR B.W BASE 25YR24HR CS-701A BASE 25YR24HR Ditch BASE 25YR24HR R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Pre\Pond Excavation\K-Bar Pre- Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 1

37 SECTION 3 PROPOSED CONDITIONS ANALYSIS

38 POST-DEVELOPMENT DRAINAGE MAP

39 BASSET CREEK ESTATES - PHASE 2B Plat Book 119, Pages AC. CN= BASSET CREEK ESTATES - PHASE 2C & 2D Plat Book 122, Pages BASSET CREEK ESTATES - PHASE 2D REPLAT Plat Book 123, Pages MOBLEY POND AC. CN= 97.0 WL 701A 1.49 AC. CN= 87.4 FUTURE DEVELOPMENT AC. CN= 85.8 WETLAND CONSERVATION AREA "A8" SH= NP= OF GENERAL LEGEND WETLAND LINE WCAS WETLAND CONS. AREA SETBACK DRAINAGE AREA GRAPHIC SCALE: 1" = 200' ELEVATIONS BASED ON: NORTH AMERICAN VERTICAL DATUM 1988 CONVERSION: NAVD 88 TO NGVD 29 = B Breckenridge Pkwy. Tampa, Florida Office: Fax: K-BAR RANCH POND EVXCAVATION POST-DEVELOPMENT DRAINAGE MAP M/I HOMES OF TAMPA, LLC PREPARED FOR: R:\K-BAR\POND EXCAVATION\ENGINEERING\DA-POST.DWG-LAYOUT1 2015/09/03 11:28 AM NATALIE BUDEN WETLAND CONSERVATION AREA "D" SH= NP= WETLAND CONSERVATION AREA "C" SH= NP= DATE DESCRIPTION Ac. CN=85.5 FUTURE DEVELOPMENT PROJECT NO: FILE: DESIGN BY: DRAWN BY: DATE: REGISTRATION NO. REVIEW SUBMITTAL 00/00/ DESCRIPTION DATE MIH-KR-1128 DA-POST NYB NYB COPYRIGHT 2015, HEIDT DESIGN, LLC. ALL RIGHTS RESERVED. NO DOCUMENTATION (INCLUDING BUT NOT LIMITED TO DRAWINGS OR EXHIBITS) MAY BE COPIED, REPRODUCED, OR DISTRIBUTED UNLESS SPECIFIC WRITTEN PERMISSION HAS BEEN OBTAINED FROM HEIDT DESIGN, LLC. IN ADVANCE. CONSENT IS HEREBY GRANTED SPECIFICALLY TO GOVERNMENTAL AGENCIES TO REPRODUCE THIS DOCUMENTATION IN COMPLIANCE WITH F.S. CHAPTER 119. K-BAR RANCH POND EXCAVATION

40 NODE REACH SCHEMATIC

41 K-Bar Ranch Pond Excavation Post-Development Node Network Schematic 9/2/2015 NAVD 88 Nodes A Stage/Area V Stage/Volume T Time/Stage M Manhole A:701 U:701 W:701B.O W:701B.T W:701B.W A:WL 701A U:WL 701A Basins O Overland Flow U SCS Unit CN S SBUH CN Y SCS Unit GA Z SBUH GA D:CS-701A Links P Pipe W Weir C Channel D Drop Structure B Bridge R Rating Curve H Breach E Percolation F Filter X Exfil Trench A:Dummy C:Ditch A: U: W: A:MOBLEY POND T:6-15 OF U:MOBLEY POND D:MOBLEY POND CS A:SUMP C:SWALE W: A: U: R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc.

42 CN & Tc CALCULATIONS

43 K-BAR RANCH POND EXCAVATION POST DEVELOPMENT CURVE NUMBER CALCULATIONS Basin ID Total Basin Area (ac.) Open Space (Grass >75%) (Ac.) % Type A Soil % Type C Soil % Type B/D Soil Curve Number Wetland (Ac.) % Type A Soil % Type C Soil % Type B/D Soil Curve Number Weighted Curve Number % 0.0% 100.0% % 0.0% 100.0% % 0.0% 100.0% % 0.0% 100.0%

44 SCS RUNOFF CURVE NUMBER PROJECT TITLE: PROJECT LOCATION: DRAINAGE AREA: K-Bar Ranch Proposed Conditions Pasco County Ac. Post BASIN NAME/NO.: MOBLEY POND Developed Land SCS Soil Type Hydrologic SCS Curve Area Covered Weighted Use Type from Soil Survey Group Number Value by CN Value CN Value Open Space A/D Pond N/A Sum = At = Composite CN Value = 96.5 Use CN for design = 97

45 POND STAGE/STORAGE CALCULATIONS

46 K-Bar Ranch Proposed Conditions MOBLEY POND Stage (ft) Area (Ac.) Depth Interval (ft) Storage Sub-Total (ac-ft) Storage Total (ac-ft) Remarks Bottom of Permanent Pool Design Pool Volume Provided Normal Water Elevation Design Low Elevation Design High Water Elevation Top of Bank Drainage Area: Ac. Required Detention Volume: ( Area x 1/2 in. x 1/12 ft/in.) Detention Volume Provided: 2.33 acre-feet 3.91 acre-feet R:\K-Bar\Master Plan\Engineering\Calcs\WQT\K-Bar WQT Mobley Pond-Total Buildout

47 STORMWATER TREATMENT CALCULATIONS

48 MOBLEY POND K-Bar Ranch Proposed Conditions Stormwater Treatment Calculations - Wet Detention Alternate 3 1 Treatment Volume = Storage Required for First Inch of Runoff A 1 = ac. V t = A 1 * 1in * (1ft/12in) = 4.67 ac-ft Permanent Wet Pool Volume = Greater of Case 1 or Case II Case I: 14-day residence volume Case II: As in. Runoff c = 0.53 (coefficient of runoff) V min = A 1 * 0.667in * (1ft/12in) V r = ft * c * A 1 V min = 3.11 ac-ft V r = 8.83 ac-ft V pp is the larger of V r and V min V pp = 8.83 ac-ft Design Pool Volume Required = Treatment Volume + Permanent Wet Pool Volume V d = V t + V pp = ac-ft Design Pool Volume Available = ac-ft (Per Stage Area Data) Minimum Pond Area V.5 is the volume of runoff resulting from 1/2 inch of rainfall over the contributing drainage area (aka " Detention Volume ") V.5 = V t /2 = 2.33 ac-ft A min is the minimum pond area required at the control elevation, which is the greater of the following cases: Case a) Maximum head on weir (10 inches) requires that: A sa = V.5 /0.833 ft = 2.80 ac. Case b) V d = (0.35 x 2 x A s ) + (0.65 x 8 x A s ); A sb =V d / 5.9 ft = 2.29 ac. w/littoral shelf Case c) A sc =V d / 8 ft = 1.69 ac. w/o Littoral shelf Therefore, the correct minimum pond surface area is: A min = 2.80 ac. Check A min against maximum allowable head on weir, where: H = V.5 / A min = 10.0 in. H 10 in., OK The actual area provided at the control elevation is: A= 7.76 ac. Thus, the required head on the weir is; H req'd = V.5 /A 0.30 ft The provided head on the weir is; H actual = 0.50 ft Determine weir length to bleed down the Detention Volume in 24 hours Falling Head Weir Formula: L = 2 x A/(t x c) x ((1/h20.5)-(1/h10.5)) For "V-Notch" Weir A = c = 3.00 t = V-notch Angle 2 : h 1 = 0.50 h 2 = 0.12 L = 3.84 feet Since Angle is >> 90 0 ; use Rectangular Weir Use L = 46 -inches (3.83-feet) for Design 1 SWFWMD TP/SWP-022, 08/27/ From Page 15 of above referenced publication R:\K-Bar\Master Plan\Engineering\Calcs\WQT\K-Bar WQT Mobley Pond-Total Buildout

49 ICPR MODEL INPUT DATA

50 K-Bar Ranch Pond Excavation Post-Development Input 9/2/2015 NAVD 88 ==== Basins ============================================================================== Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area (69.27) and CN (83.58) to account for Basset Creek Estates Phases 2C and 2D development - 7/8/2014 GMR Name: Node: Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area (23.98) and CN (83.29) to account for Basset Creek Estates Phases 2C and 2D development - 7/8/2014 GMR Revised Tc Name: 701 Node: 701 Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Name: MOBLEY POND Node: MOBLEY POND Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): Name: WL 701A Node: WL 701A Status: Onsite Group: BASE Type: SCS Unit Hydrograph CN Unit Hydrograph: Uh256 Peaking Factor: Rainfall File: Storm Duration(hrs): 0.00 Rainfall Amount(in): Time of Conc(min): Area(ac): Time Shift(hrs): 0.00 Curve Number: Max Allowable Q(cfs): DCIA(%): 0.00 Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR ==== Nodes =============================================================================== Name: 6-15 OF Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Time/Stage Time(hrs) Stage(ft) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 1 of 10

51 K-Bar Ranch Pond Excavation Post-Development Input 9/2/2015 NAVD Name: Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Stage(ft) Area(ac) Name: Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR Revised area per LIDAR Stage(ft) Area(ac) Name: 701 Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) Name: Dummy Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) Name: MOBLEY POND Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) Name: SUMP Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Stage(ft) Area(ac) R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 2 of 10

52 K-Bar Ranch Pond Excavation Post-Development Input 9/2/2015 NAVD Name: WL 701A Base Flow(cfs): Init Stage(ft): Group: BASE Warn Stage(ft): Type: Stage/Area Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR Stage(ft) Area(ac) ==== Cross Sections ====================================================================== Name: Encroachment: No Group: BASE added per Geopoint survey and LIDAR - 1/5/2015 GMR Station(ft) Elevation(ft) Manning's N Name: Group: BASE Encroachment: No added per Geopoint survey and LIDAR - 1/5/2015 GMR Station(ft) Elevation(ft) Manning's N ==== Channels ============================================================================ Name: Ditch From Node: Dummy Length(ft): Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 3 of 10

53 K-Bar Ranch Pond Excavation Post-Development Input 9/2/2015 NAVD Name: SWALE From Node: SUMP Length(ft): Group: BASE To Node: Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Trapezoidal Trapezoidal Solution Algorithm: Automatic Invert(ft): Flow: Both TClpInitZ(ft): Contraction Coef: Manning's N: Expansion Coef: Top Clip(ft): Entrance Loss Coef: Bot Clip(ft): Exit Loss Coef: Main XSec: Outlet Ctrl Spec: Use dc or tw AuxElev1(ft): Inlet Ctrl Spec: Use dc Aux XSec1: Stabilizer Option: None AuxElev2(ft): Aux XSec2: Top Width(ft): Depth(ft): Bot Width(ft): LtSdSlp(h/v): RtSdSlp(h/v): ==== Drop Structures ===================================================================== Name: CS-701A From Node: WL 701A Length(ft): Group: BASE To Node: Dummy Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): Flow: Both Rise(in): Entrance Loss Coef: Invert(ft): Exit Loss Coef: Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Added from Basset Creek Estates Phases 2C and 2D surface water management calculations dated May /8/2014 GMR *** Weir 1 of 1 for Drop Structure CS-701A *** Count: 1 Bottom Clip(in): Type: Horizontal Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): Control Elev(ft): Name: MOBLEY POND CS From Node: MOBLEY POND Length(ft): Group: BASE To Node: SUMP Count: 1 UPSTREAM DOWNSTREAM Friction Equation: Automatic Geometry: Circular Circular Solution Algorithm: Most Restrictive Span(in): Flow: Both Rise(in): Entrance Loss Coef: Invert(ft): Exit Loss Coef: Manning's N: Outlet Ctrl Spec: Use dc or tw Top Clip(in): Inlet Ctrl Spec: Use dc Bot Clip(in): Solution Incs: 10 Upstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall Downstream FHWA Inlet Edge Description: Circular Concrete: Square edge w/ headwall *** Weir 1 of 3 for Drop Structure MOBLEY POND CS *** Count: 1 Bottom Clip(in): TABLE R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 4 of 10

54 K-Bar Ranch Pond Excavation Post-Development Input 9/2/2015 NAVD 88 Type: Horizontal Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: Span(in): Invert(ft): Rise(in): Control Elev(ft): *** Weir 2 of 3 for Drop Structure MOBLEY POND CS *** Count: 1 Bottom Clip(in): Type: Vertical: Fread Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): 6.00 Control Elev(ft): *** Weir 3 of 3 for Drop Structure MOBLEY POND CS *** Count: 1 Bottom Clip(in): Type: Vertical: Fread Top Clip(in): Flow: Both Weir Disc Coef: Geometry: Rectangular Orifice Disc Coef: TABLE Span(in): Invert(ft): Rise(in): Control Elev(ft): ==== Weirs =============================================================================== Name: From Node: Group: BASE To Node: 6-15 OF Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR rev per Geopoint survey and LIDAR - 1/5/2015 GMR Name: From Node: Group: BASE To Node: 6-15 OF Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Irregular XSec: Invert(ft): Control Elevation(ft): Struct Opening Dim(ft): Bottom Clip(ft): Top Clip(ft): Weir Discharge Coef: Orifice Discharge Coef: TABLE Added from Hillsborough River and Tampa Bypass Canal Stormwater Management Master Plan Dated August /8/2014 GMR rev per Geopoint survey and LIDAR - 1/5/2015 GMR Name: 701B.O From Node: 701 Group: BASE To Node: WL 701A Flow: Both Count: 1 Type: Vertical: Mavis Geometry: Rectangular Span(in): Rise(in): 2.52 Invert(ft): Control Elevation(ft): Bottom Clip(in): Top Clip(in): Weir Discharge Coef: Orifice Discharge Coef: TABLE R:\K-Bar\Master Plan\Engineering\Calcs\ICPR\Post\Pond Excavation\K-Bar Post Pond Excavation.ICP Interconnected Channel and Pond Routing Model (ICPR) 2002 Streamline Technologies, Inc. Page 5 of 10